Effect of Footing Roughness on Bearing Capacity Factor Nγ

Kumar, Jyant; Kouzer, K. M.

doi:10.1061/(asce)1090-0241(2007)133:5(502)

Cited by 111 publications

(48 citation statements)

References 16 publications

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“…The preceding hypotheses do not permit the prediction of the behaviour of the soil-footing system beyond the peak bearing pressure (Potts andZdravkovic, 1999, 2001). Weak layer: CM3 talc powder Kumar and Kouzer (2007) Vesić (1973) Terzaghi (1943) Present research Brinch Hansen (1970) This research (D r = 95%) Kimura et al (1985) Toyoura sand (D r = 89-97%) Yamaguchi et al (1976) Toyoura sand Figure 19) closely resembles Prandtl's (1920) except for the angle of emersion at ground surface that nearly equals 45°−y 0 1p /2 (instead of 45°− f 0 1p /2). The small instability of numerical results in the pre-peak phase is due to the non-associativity of the constitutive model (Frydman and Burd, 1997).…”

Section: Back-analysismentioning

confidence: 57%

“…The peak angle of shearing resistance, d 0 , of the interface between the silica sand and the sandpaper was 42° (Valore et al, 2017). As the average peak shearing resistance angle, f 0 1p , of silica sand was about 48°at the stress level relevant to the model tests, the sand-footing contact can be considered perfectly rough (Hansen and Christensen, 1969;Kumar and Kouzer, 2007) (Fioravante, 2002;Garnier and König, 1998;Kishida and Useugi, 1987;Lings and Dietz, 2005).…”

Section: Footingmentioning

confidence: 99%

“…Valore et al (2017) for 1g tests). In Figure 16(a), the trend of the 'equivalent ultimate bearing capacity factor' N Ã g = 2q lim /(gB p ) is plotted against the prototype width, B p , while in Figure 16(b), the experimental results relative to footing on homogeneous sand were compared with other experimental data (Kimura et al, 1985;Yamaguchi et al, 1976) and with some theoretical solution (Brinch Hansen, 1970;Kumar and Kouzer, 2007;Terzaghi, 1943;Vesić, 1973). In Figure 17, the ultimate bearing pressure, q lim , is plotted against B p .…”

Section: Scale Effectsmentioning

confidence: 99%

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Centrifuge tests on strip footings on sand with a weak layer

Ziccarelli

ValoreCalogero

Rino

et al. 2017

Geotechnical Research

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Tests on small-scale physical models of a strip footing resting on a dense sand bed containing a thin horizontal weak soil layer were carried out at normal gravity (1 g ). The results, reported in a companion paper, point out that the weak layer plays an important role in the failure mechanism and the ultimate bearing capacity of the footing if it falls within the ground volume relevant to the behaviour of the sand–footing system. The same problem was also investigated by means of centrifuge tests on reduced-scale models at 25 g and 40 g . The results of these tests, reported and discussed in this paper, confirm that failure mechanisms are governed substantially by the presence of the weak layer if its depth does not exceed a critical value and highlight marked scale effects involving the ultimate bearing capacity related essentially to the mean equivalent stress level in the soil beneath and around the footing. Equivalent bearing capacity factors, [Formula: see text], for footings on a dense sand bed containing a thin weak layer are derived from experimental results and are proposed in the paper.

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Section: Back-analysismentioning

confidence: 57%

Section: Footingmentioning

confidence: 99%

Section: Scale Effectsmentioning

confidence: 99%

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Centrifuge tests on strip footings on sand with a weak layer

Ziccarelli

ValoreCalogero

Rino

et al. 2017

Geotechnical Research

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“…0 , of the interface between silica sand and sandpaper was 42°as determined by direct shear tests, so the sand-footing contact can be considered perfectly rough according to Hansen and Christensen (1969) and Kumar and Kouzer (2007), since…”

Section: Footingmentioning

confidence: 99%

The bearing capacity of footings on sand with a weak layer

Valore

Ziccarelli

Muscolino

2017

Geotechnical Research

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Minor details of the ground, such as thin weak layers, shear bands and slickensided surfaces, can substantially affect the behaviour of soil-footing and other geotechnical systems, despite their seeming insignificance. In this paper, the influence of the presence of a thin horizontal weak layer on the ultimate bearing capacity of a strip footing on dense sand is investigated by single-gravity tests on small-scale physical models of the soil-footing system. The test results show that the weak layer strongly influences both the failure mechanism and the ultimate bearing capacity if its depth is lower than about four times the footing width. It is found that the presence of a thin weak layer can cause decreases of the ultimate bearing capacity of up to 80%. Numerical simulations, by finite-element analysis, of the behaviour of the reduced-scale models are able to capture the failure mechanism and the ultimate bearing capacity correctly, only if the mean equivalent constant value of the secant angle of shearing resistance used in calculations is selected, taking into account the curvature of the shear strength envelope of the sand within the very low normal stress range existing in the tested models.

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“…With the advent of powerful computers and the development of modern computational methods the ability to analyze problems has, for the first time, outstripped our ability to describe the material (Drucker, 1991 (Chen and Davidson, 1973;Florkiewicz, 1989;Michalowski, 1997;Ukritchon et al, 1998, Kumar andKouzer, 2007;Kumar and Kouzer, 2008a;Kumar and Khatri, 2011) lateral earth pressure problems (Chen and Rosenfarb, 1973), stability of slopes (Chen and Giger, 1971;Izbicki, 1981), and vertical cuts (Drescher, 1983;Su et al, 1998;Kumar and Kouzer, 2008b). The theory provides upper and lower bounds that serve to bracket the limit load for rigid-perfectly plastic materials, and computations of the two bounds is generally referred to as limit analysis (Chen, 1975).…”

Section: Methods Of Analysismentioning

confidence: 99%